Panel 6 (PDF)

CALCULATIONS
PANEL P6

BS8110 REF

OUTPUT

3112.5 mm
4225 mm
TWO-WAY SPANNING SLAB









Longer span of slab
Shorter span of slab
Thickness of slab
Characteristic strength of concrete
Characteristic strength of steel
Density of concrete
Diamater of steel proposed

4.23
3.11
150
20
410
2400
12

m
m
mm
N/mm2
N/mm2
kg/m3
mm

3.3 DURABILITY AND FIRE RESISTANCE
Table 3.3
Table 3.4

Nominal
for mild conditions
of exposure
= 20mm
Max
firecover
resistance
of 150mm
slab with
20mm
cover = 1½hr > 1hr
LOADING ON SLAB

3.2.1.2.2






3.6 KN/m2
Self weight of slab
1.2 KN/m2
Finishes
1 KN/m2
Partitions [minimum]
5.8 KN/m2 gk
Characteristic dead load
3 KN/m2 qk
Characteristic imposed load
12.92 KN/m2 n
Design load [1.4g k +1.6qk]
DESIGN MOMENTS AND REINFORCEMENTS
1.357
Aspect ratio of slab

3.4.4.4

K



[d]
M
bd2 fcu

Lever arm, z,

Area of steel required,

As

Minimum reinforcement area










BS8110 REF

CALCULATIONS
LONG SPAN [SUPPORT]

Table 3.14
Table 3.14

Support moment coefficient
Support moment
Effective depth of beam ,

3.4.4.4
3.4.4.4
3.4.4.4

K



[d]
M
bd2 fcu

Lever arm, z,

Area of steel required,

2
5.8 KN/m
2
3 KN/m
2
12.92 KN/m



Midspan moment coefficient
Midspan moment
Effective depth of beam ,

3.4.4.4
3.4.4.4








SHORT SPAN [MIDSPAN]
Table 3.14
Table 3.14



cover
20 mm
Fire resistance OK

As











0.069
8.574 KNm
124 mm
0.0279
0.95 d
117.80 mm

M
0.95 fy z

187 mm2
195 mm2

Provide

Y12



OUTPUT
0.045
5.632 KNm
112 mm
0.0225
0.95 d
106.40 mm

M
0.95 fy z

at 250

2
453 mm

Area of steel required,





As

LONG SPAN [MIDSPAN]
Table 3.14
Table 3.14

Midspan moment coefficient
Midspan moment
Effective depth of beam ,

3.4.4.4
3.4.4.4
3.4.4.4



K
Lever arm, z,

Area of steel required,

As

BS8110 REF

DEFLECTION CHECK
Table 3.9

[d]

M
bd2 fcu

M
0.95 fy z

136 mm2









CALCULATIONS

0.95 d
106.40 mm
M
0.95 f y z
103 mm2






y

sreq

sprov



Table 3.10

Modification factor



0.55

Y 12

(477  fs )
 2.0
M
)
2
bd

300
mm2

119.7 mm
1.0
453 mm2
187 mm2
*

1
b



2.00
59.86 mm



124 mm

Cracking is controlled by limiting bar spacing.
Maximum spacing allowed for
reinforcement

@

377.1
OUTPUT

112.856 N/mm2

120(0.9

Modified minimum effective depth
3.12.11.2.7 CRACKING

Provide

at 300 2
377 mm

0.0170

fs  23fAA

Design service stress

Y12

0.034
4.256 KNm
112 mm



Basic minimum effective depth
for short span
Moment redistribution factor
Tension reinforcement area provided
Tension reinforcement area required

Provide

 372 mm

OK

OK